3 files changed, 190 insertions, 0 deletions
diff --git a/3683/CH8/EX8.1/Ex8_1.sce b/3683/CH8/EX8.1/Ex8_1.sce
new file mode 100644
index 000000000..48a4703ba
--- /dev/null
+++ b/3683/CH8/EX8.1/Ex8_1.sce
@@ -0,0 +1,31 @@
+lx=3.5//in m
+ly=4//in m
+sigma_cbc=5//in MPa
+sigma_st=140//in MPa
+D=lx*10^3/35//in mm
+W1=(D/10^3)*25//self-weight, in kN/m
+W2=1.5//live load, in kN/m
+W=W1+W2//in kN/m
+a=ly/lx
+Ax=0.078
+Ay=0.0602
+Mx=Ax*W*lx^2//in kN-m
+My=Ay*W*lx^2//in kN-m
+d=sqrt(Mx*10^6/0.87/10^3)//in mm
+d=70//assume, in mm
+//assume 10 mm dia bars
+dia=10//in mm
+D=d+dia/2+15//<100 mm assumed value
+D=100//in mm
+d=D-dia/2-15//in mm
+//steel - short span
+z=0.87*d//in mm
+Ast=Mx*10^6/sigma_st/z//in sq mm
+s1=1000*0.785*dia^2/Ast//in mm
+s1=200//assume, in mm
+//long span
+d=d-dia/2-dia/2//in mm
+Ast=My*10^6/sigma_st/0.87/d//in sq mm
+s2=1000*0.785*dia^2/Ast//>3d = 210 mm
+s2=210//assume, in mm
+mprintf("Summary of design\nSlab thickness=%d mm\nCover=15 mm\nSteel-\n(i)Short span = 10 mm dia @ %d mm c/c\n(ii)Long span = 10 mm dia @ %d mm c/c\nAlternate bars are bent up at l/7 from support in both directions",D,s1,s2)
diff --git a/3683/CH8/EX8.2/Ex8_2.sce b/3683/CH8/EX8.2/Ex8_2.sce
new file mode 100644
index 000000000..2b1460086
--- /dev/null
+++ b/3683/CH8/EX8.2/Ex8_2.sce
@@ -0,0 +1,67 @@
+sigma_cbc=5//in MPa
+sigma_st=230//in MPa
+lx=3.75//in m
+ly=4//in m
+D=lx*10^3/40//in mm
+D=100//assume, in mm
+W1=(D/10^3)*25//self-weight, in kN/m
+W2=0.5//floor finish, in kN/m
+W3=2//live load, in kN/m
+W=W1+W2+W3//in kN/m
+a=ly/lx
+//panels I and III belong to case 8 and panel II belong to case 6
+//for panels I and III
+//at mid-span
+Ax=0.0483
+Ay=0.043
+Mx1=Ax*W*lx^2//in kN-m
+My1=Ay*W*lx^2//in kN-m
+//at support
+Ay=0.057
+Ms=Ay*W*lx^2//in kN-m
+//for panel II
+//at mid-span
+Ax=0.0403
+Ay=0.035
+Mx2=Ax*W*lx^2//in kN-m
+My2=Ay*W*lx^2//in kN-m
+//at support
+Ay=0.045//<0.057, hence not considered
+d=sqrt(Ms*10^6/0.65/10^3)//in mm
+d=80//assume, in mm
+//assume 10 mm dia bars
+dia=10//in mm
+D=d+dia/2+15
+//steel at centre
+//for panels I and III
+//short span
+z=0.9*d//in mm
+Ast=Mx1*10^6/sigma_st/z//in sq mm
+s1=1000*0.785*dia^2/Ast//>3d
+//long span
+Ast=My1*10^6/sigma_st/z//in sq mm
+s2=1000*0.785*dia^2/Ast//>3d
+//for panel II
+//short span
+Ast=Mx2*10^6/sigma_st/z//in sq mm
+s3=1000*0.785*dia^2/Ast//>3d
+//long span
+Ast=My2*10^6/sigma_st/z//in sq mm
+s3=1000*0.785*dia^2/Ast//>3d
+//steel at support
+Ast=Ms*10^6/sigma_st/z//in sq mm
+s4=1000*0.785*dia^2/Ast//>3d
+s=3*d//maximum spacing of bars in both directions as per IS 456, in mm
+Ast=1000*0.785*dia^2/s//in sq mm
+pt=Ast/10^3/d*100//in %
+//steel for torsion, provide 6 mm dia bars
+//(i)at outer corner of slab
+At1=3/4*Ast//in sq mm
+l=lx/5//in m
+s5=750*0.785*6^2/At1//in mm
+s5=85//assume, in mm
+//(ii)at continuous support
+At2=At1/2//in sq mm
+s6=750*0.785*6^2/At2//in mm
+s6=170//assume, in mm
+mprintf("Summary of design\nSlab thickness=%d mm\nCover=15 mm\nSteel for both panels I and II-\nMain steel= 10 mm dia bars @ %d mm c/c both ways. Alternate bars are bent up at supports.\nTorsion steel=(i) At corners, 6 mm dia bars @ %d mm c/c both ways\n(ii) At continuous support, 6 mm dia bars @ %d mm c/c both ways",D,s,s5,s6)
diff --git a/3683/CH8/EX8.3/Ex8_3.sce b/3683/CH8/EX8.3/Ex8_3.sce
new file mode 100644
index 000000000..724b8fb88
--- /dev/null
+++ b/3683/CH8/EX8.3/Ex8_3.sce
@@ -0,0 +1,92 @@
+sigma_cbc=7//in MPa
+sigma_st=275//in MPa
+lx=6//in m
+ly=7//in m
+D=lx*10^3/35//in mm
+D=180//assume, in mm
+W1=(D/10^3)*25//self-weight, in kN/m
+W2=0.5//floor finish, in kN/m
+W3=1//partitions, in kN/m
+W4=5//live load, in kN/m
+W=W1+W2+W3+W4//in kN/m
+a=ly/lx
+//panels I, II, V and VI belong to case 4 and panels III and IV belong to case 3
+//for panels I, II, V and VI
+//at mid-span
+Ax=0.043
+Ay=0.035
+Mxm1=Ax*W*lx^2//in kN-m
+Mym1=Ay*W*lx^2//in kN-m
+//at support
+Ax=0.058
+Ay=0.047
+Mxs1=Ax*W*lx^2//in kN-m
+Mys1=Ay*W*lx^2//in kN-m
+//for panels III and IV
+//at mid-span
+Ax=0.036
+Ay=0.028
+Mxm2=Ax*W*lx^2//in kN-m
+Mym2=Ay*W*lx^2//in kN-m
+//at support
+Ax=0.047
+Ay=0.037//<0.047, hence will not be considered
+Mxs2=Ax*W*lx^2//in kN-m
+//check for depth
+M=max(Mxm1,Mym1,Mxs1,Mys1,Mxm2,Mym2,Mxs2)//in kN-m
+d=sqrt(M*10^6/0.81/10^3)//in mm
+d=170//assume, in mm
+//assume 10 mm dia bars
+dia=10//in mm
+D=d+dia/2+15//>180 mm assumed value
+D=190//in mm
+d=D-dia/2-15//in mm
+//main steel-short span
+//for panels I, II, V and VI-at mid-span
+z=0.92*d//in mm
+Astm=Mxm1*10^6/sigma_st/z//in sq mm
+s1=1000*0.785*dia^2/Astm//in mm
+s1=195//assume, in mm
+//at support
+Ast=Mxs1*10^6/sigma_st/z//in sq mm
+Astr=Ast-Astm//balance steel required at support, in sq mm
+s2=1000*0.785*dia^2/Astr//in mm
+s2=565//assume, in mm
+//for panels III and IV-at mid-span
+Astm=Mxm2*10^6/sigma_st/z//in sq mm
+s3=1000*0.785*dia^2/Astm//in mm
+s3=235//assume, in mm
+//at support
+Ast=Mxs2*10^6/sigma_st/z//in sq mm
+Astr=Ast-Astm//balance steel required at support, in sq mm
+s4=1000*0.785*dia^2/Astr//in mm
+s4=775//assume, in mm
+//long span
+//at mid-span
+//for panels I, II, V and VI
+Astm1=Mym1*10^6/sigma_st/z//in sq mm
+s5=1000*0.785*dia^2/Astm1//in mm
+s5=240//assume, in mm
+//for panels III and IV
+Astm2=Mym2*10^6/sigma_st/z//in sq mm
+s6=1000*0.785*dia^2/Astm2//in mm
+s6=300//assume, in mm
+//at support
+//for panels I, II, V and VI
+Ast=Mys1*10^6/sigma_st/z//in sq mm
+Astr=Ast-Astm1/2-Astm2/2//balance steel required at support, in sq mm
+s7=1000*0.785*dia^2/Astr//in mm
+s7=550//assume, in mm
+//steel for torsion, provide 6 mm dia bars
+//(i)at outside corners of slab
+Ast=Mxm1*10^6/sigma_st/z//in sq mm
+At1=3/4*Ast//in sq mm
+l=lx/5//in m
+s8=l*10^3*0.785*6^2/At1//in mm
+s8=110//assume, in mm
+//(ii)at continuous support
+At2=At1/2//in sq mm
+s9=l*10^3*0.785*6^2/At2//in mm
+s9=225//assume, in mm
+mprintf("Summary of design\nSlab thickness=%d mm\nCover=15 mm\nSteel:(A)Panels I, II, V and VI-\n1. Short span (lx=6 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance lx/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\n2. Long span (ly=7 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance ly/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\n(B)Panels III and IV-\n1. Short span (lx=6 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance lx/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\n2. Long span (ly=7 m)\nMid-span - 10 mm dia bars @ %d mm c/c. Alternate bars are bent up at supports at a distance ly/4 from centre of support\nSupport - 10 mm dia @ %d mm c/c\nTorsion steel\nOutside corners- 6 mm dia bars @ %d mm c/c both ways at top and bottom for a length of %f m\nContinuous support- 6 mm dia bars @ %d mm c/c both ways at top and bottom for a length of %f m",D,s1,s2,s5,s7,s3,s4,s6,s7,s8,l,s9,l)
+//answer in textbook is incorrect